4 Bolts Unstiffened End Plate Connection Design per AISC 358-16 & AISC 360-16

Owned by nurgül Kaya (Unlicensed)
Last updated: Feb 20, 2024 by oğuzcan hadim
6 min read

How does ideCAD design Four Bolts Unstiffened End Plate Connection according to AISC 358-16 & AISC 360-16?

  • Four bolts unstiffened end plate connection is designed automatically according to the AISC 358-16 and AISC 360-16 by the ideCAD Structural.

Symbols

Ab: Non-threaded bolt web characteristic cross-sectional area
Ag: Gross area
An: Net cross-section area
Ae: Effective net cross-sectional area
Avg: Gross area under shear stress
Anv: Net area under shear stress
Ant: Net area under tensile stress
Aw: Cross-section web area
bbf = width of beam flange, in. (mm)
bp = width of end-plate, in. (mm)
d = depth of connecting beam, in. (mm)
g = horizontal distance between bolts, in. (mm)
dh: Bolt hole diameter
Fy: Structural steel characteristic yield strength
Fu: Structural steel characteristic tensile strength
Fyb: Bolt characteristic yield strength
Fub: Bolt characteristic tensile strength
nsp: Number of slip planes
s: Distance between bolt-hole centers
L: Connector distance
Lc: The clear distance between bolt holes
Le: The distance from the center of the bolt hole to the edge of the assembled element
Leh: The horizontal distance from the center of the bolt hole to the edge of the assembled element
Lev: The vertical distance from the center of the bolt hole to the edge of the assembled element
pb = vertical distance between the inner and outer row of bolts in an eight-bolt stiffened connection, in. (mm)
pfi = vertical distance from the inside of a beam tension flange to the nearest inside bolt row, in. (mm)
pfo = vertical distance from the outside of a beam tension flange to the nearest outside bolt row, in. (mm)
tbf = thickness of beam flange, in. (mm)
tp = thickness of end-plate, in. (mm)
Rn: Characteristic strength
Rnt: Characteristic tensile strength
Rnv: Characteristic shear strength

Connection Geometry

image-20240208-134418.png

GEOMETRY CHECKS

Horizontal Edge Distance

The distance from the center of the hole to the edge of the connected part in the horizontal direction is checked per AISC 360-16.

Leh ≥ Le-min     

AISC 360-16 J3.4

 

 

Leh

70 mm

Leh ≥ 2d = 2 * 30 = 60 mm conformity check for application

√

Le-min

38 mm

Minimum distance check according to Table J3.4

√

Vertical Edge Distance

The distance from the center of the hole to the edge of the connected part in the vertical direction is checked per AISC 360-16.

Lev ≥ Le-min     

AISC 360-16 J3.4

 

 

Lev

85 mm

L eh ≥ 2d = 2*30 = 60 mm conformity check for application

√

Le-min

38 mm

Minimum distance check according to Table J3.4

√

Beam web to End Plate Weld Size

The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4

w ≥ wmin     

 

 

 

w

8.487 mm

 

√

wmin

5 mm

AISC 360-16 Table J2.4

√

Continuity Plate to Column Flange Weld Size

The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4

w ≥ wmin     

 

 

 

w

11.315 mm

 

√

wmin

6 mm

AISC 360-16 Table J2.4

√

Continuity Plate to Column Web Weld Size

The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4

w ≥ wmin     

 

 

 

w

11.315 mm

 

√

wmin

6 mm

AISC 360-16 Table J2.4

√

Prequalification Limits (AISC 358 -16 Table 6.1)

All end-plate moment connection configurations should satisfy these beam and column limitations. Beam and column limitations are given in AISC 358-16 Table 6.1.

Beam span / Beam cross-section height

9144 mm /450 mm = 20.32

≥7.0

End plate thickness, tp

32 mm

13≤tp ≤57

End plate width, bp

290 mm

178≤ bp ≤ 273

Horizontal distance between bolts, g

150 mm

102≤g≤152

pfi

60 mm

38≤pfi ≤114

pfo

60 mm

38≤pfo ≤114

Beam depth, db

450 mm

349≤ db ≤ 1400

Beam flange thickness, tbf

15 mm

10≤tbf ≤19

Beam flange width, bbf

190

152≤bbf ≤235

Column depth

650

≤ 920 mm

Bolt grade

10.9

8.8 - 10.9

Min yield stress of the end plate material

275 MPa

235 /275 / 355 MPa

Flange plate weld

CJP

CJP

Strength Checks

Bolt diameter

The required bolt diameter, db, for four bolts unstiffened end plate connection is checked according to AISC 358-16 §6.8

Muc

796.489 kNm

AISC 358-16 (6.8-3)

Ft

750 N/mm2

 

ho

 

h1

 

db

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

29.385 mm

30 mm

0.979

√

End Plate Thickness

The required end plate thickness, tb, for four bolts unstiffened end plate connection is checked according to AISC 358-16 §6.8

Muc

796.489 kNm

AISC 358-16 (6.8-5)

Fyp

275 N/mm2

 

s

 

Yp

 

Yp

 

tp

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

30.997 mm

32 mm

0.969

√

End Plate Shear Yield

The shear yielding of the end plate is checked according to AISC 358-16 §6.8.

Muc

796.489 kNm

AISC 358-16 (6.8-7)

Ff

 

Rreq = Ff / 2

 

Fyp

275 N/mm2

 

bp

290 mm

 

tp

32 mm

 

d

450 mm

 

tbf

15 mm

 

Rn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

915.504 kN

1531.2 kN

0.598

√

End Plate Shear Rupture

The shear rupture of the end plate is checked according to AISC 358-16 §6.8.

Muc

796.489 kNm

AISC 358-16 (6.8-7)

Ff

 

R req = Ff / 2

 

Fup

410 N/mm2

 

An

 

d

450 mm

 

tbf

15 mm

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

915.504 kN

1027.3 kN

0.891

√

Bolt Shear Check

The shear limit state of end plate bolts is checked according to AISC 360-16.

Ab

Fn

Rn

ΦRn

Required

Available

Ratio

Control

Required

Available

Ratio

Control

270.986 kN

1145.11 kN

0.237

√

Bolt Bearing on End Plate

Bearing strength limit states of the connection plate that are “shear tear out” and “ovalization of bolt hole” for both end and inner bolts are checked according to AISC 360-16.

dh

30+3=33 mm

 

Lc,edge

 

Rn

AISC 358-16 6.8-12

Rn-edge

 

Lc,spacing

 

Rn-spacing

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

270.986 kN

3400.704 kN

0.08

√

Bolt Bearing on Column Flange

Bearing strength limit states of the connection plate that are “shear tear out” and “ovalization of bolt hole” for both end and inner bolts are checked according to AISC 360-16.

dh

30+3=33 mm

 

Rn

AISC 358-16 6.8-12

Rn-edge

 

Lc,spacing

 

Rn-spacing

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

270.986 kN

3294.432 kN

0.082

√

Beam Web to End Plate Weld Size

The required end weld size for four bolts unstiffened end plate connection is checked according to AISC 358-16 §6.7

Fyp

275000 kN/m2

AISC 358-16

6.7.6 (3)

tbw

9 mm

 

Fe

490000 kN/m2

 

w

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

4.763 mm

8.487 mm

0.561

√

Column Flange Thickness

The required column flange thickness, tcf, for four bolts unstiffened end plate connection is checked according to AISC 358-16 §6.8

Muc

796.489 kNm

AISC 358-16 (6.8-13)

Fyp

275 N/mm2

 

s

 

c

 

Yc

 

Yc

 

tcf

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

24.527 mm

31 mm

0.791

√

Column Panel Zone Shear

Yielding of the column panel zone for four bolts unstiffened end plate connection is checked according to AISC 360-16 §J.10

Pr

366.473 kN

AISC 360-16 J10-9

Py

 

Fy

275 N/mm2

 

A g

28634.759 mm2

 

d c

650 mm

 

tw

16 mm

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

1621.957 kN

1716 kN

0.945

√

Panel Zone Thickness

The required panel zone thickness for four bolts unstiffened end plate connection is checked according to AISC 358-16.

tmin ≥u/180

 

tmin = t w

16 mm

 

tw

16 mm

 

u

2016 mm

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

11.2 mm

16 mm

0.700

√

Next Topic

4 Bolts Unstiffened End Plate Connection Report

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